A design method for the main arch ring of a large-span cantilever cast-in-place arch bridge for rapid construction

Abstract

The present invention discloses a main arch ring design method for rapid construction of a large-span cantilever cast-in-place arch bridge, comprising the following steps: establishing a macroscopic finite element model according to arch bridge information; establishing a local finite element model for a steel-concrete main arch ring, performing load simulation on the steel-concrete main arch ring, and determining arch ring information; obtaining an anti-overturning coefficient of the arch bridge according to the macroscopic finite element model, and obtaining an anti-seismic performance value of the arch bridge by using anti-seismic simulation; obtaining disease warning information according to the load simulation and the anti-seismic simulation, and implementing a disease warning strategy; the present invention uses a finite element model to perform load simulation according to the steel-concrete main arch ring structure, obtains stiffening connection steel plate information and steel hole information of an optimal arch ring strategy, improves the load bearing capacity, anti-seismic performance and anti-overturning performance of the arch bridge, and effectively reduces the deadweight of the main arch ring; the arch ring steel bars are connected by stiffening connection steel plates, and factory-based rapid and high-precision installation of the bottom surface is achieved, and hoisting of the entire section can greatly improve work efficiency and engineering safety.

Description

Technical Field

[0001] The invention relates to the technical field of building design, and in particular to a main arch ring design method for rapid construction of a large-span cantilever cast-in-place arch bridge. Background Art

[0002] In recent years, with the widespread use of cantilever casting method in the construction of large-span bridges, the efficiency and quality of bridge construction have been improved. The reinforced concrete arch bridges built by cantilever casting method have good structural stability, strong adaptability to geology, low later maintenance costs, and good component durability, which are particularly suitable for mountainous areas without construction sites; but due to the increasing span of arch bridges, the weight and cross-sectional stress of arch ring segments also increase accordingly, which at the same time increases the bearing capacity requirements of the anchor system, and the restrictions on the arch ring line shape and position also need to be more stringent.

[0003] The main arch ring of existing large-span reinforced concrete arch bridges is usually box-type, mainly single-box double-chamber. Although it facilitates bridge construction, it does not reduce the cross-sectional size and reduce the deadweight of the arch ring while ensuring stable force, thereby achieving the purpose of safe bridge construction and rapid construction. Summary of the invention

[0004] The technical problem solved by the present invention is that the prior art fails to reduce the cross-sectional size and lighten the deadweight of the arch ring while ensuring the stability of the force, thereby achieving the purpose of safe bridge construction and rapid construction.

[0005] In order to solve the above technical problems, in a first aspect, the present invention provides a main arch ring design method for rapid construction of a long-span cantilever cast-in-place arch bridge, comprising the following steps:

[0006] Step S1, acquiring arch bridge information, and establishing a macroscopic finite element model according to the arch bridge information, wherein the arch bridge information includes the size of the arch bridge component, the shape of the arch bridge component, the installation position of the arch bridge component, and the connection method of the arch bridge component;

[0007] Step S2, establishing a local finite element model for the steel-concrete main arch ring according to the steel-concrete main arch ring structure through the macro finite element model, and using the local finite element model to perform load simulation on the steel-concrete main arch ring, determining the arch ring information of the steel-concrete main arch ring according to the load simulation result, and updating the local finite element model through the arch ring information, wherein the arch ring information includes steel plate material, steel hole size, steel hole number and steel hole position distribution;

[0008] Step S3, obtaining the anti-overturning coefficient of the arch bridge according to the macro finite element model, obtaining environmental information, performing seismic simulation on the macro finite element model according to the environmental information, and obtaining the seismic performance value of the arch bridge;

[0009] Step S4, obtaining the damage warning information of the steel-concrete main arch ring according to the load simulation and the seismic simulation, and implementing corresponding damage warning strategies for each damage warning type;

[0010] As a preferred solution of the main arch ring design method for rapid construction of a large-span cantilever cast-in-place arch bridge described in the present invention, wherein:

[0011] The step S1 specifically includes the following steps:

[0012] Step S101, obtaining arch bridge information, and establishing a three-dimensional solid model of the arch bridge according to the arch bridge information,

[0013] Step S102, dividing the three-dimensional solid model by using grid units, and determining the grid density, unit shape and unit scale of the grid units;

[0014] Step S103, assigning corresponding boundary conditions to the grid units, and numbering the grid units respectively, obtaining grid numbers 001, 002, 003, ..., and obtaining a macroscopic finite element model of the arch bridge;

[0015] As a preferred solution of the main arch ring design method for rapid construction of a large-span cantilever cast-in-place arch bridge described in the present invention, wherein:

[0016] The step S2 specifically includes the following steps:

[0017] Step S201, obtaining the grid number and grid area of ​​the steel-concrete main arch ring according to the macro finite element model;

[0018] Step S202, performing fine grid unit division on the grid area according to the steel-concrete main arch ring structure, and setting the first stiffening connection steel plate information and the first steel hole information, defining the first stiffening connection steel plate information and the first steel hole information as a steel plate strategy, performing a load test on the macro finite element model according to the first stiffening connection steel plate information and the first steel hole information, and obtaining first load information, wherein the first stiffening connection steel plate information includes the first steel plate material, the first hole steel plate number and the first hole steel plate distribution, the first steel hole information includes the first steel hole size, the first steel hole number and the first steel hole distribution, and the first load information includes the maximum load of the arch bridge and the maximum load of the steel-concrete main arch ring;

[0019] Step S203, setting the first steel plate variable value and the first steel hole variable value, obtaining the second stiffening connection steel plate information according to the first stiffening connection steel plate information and the first steel plate variable value, and obtaining the second stiffening connection steel plate information according to the first steel hole information and the first steel hole variable value;

[0020] Step S204, repeating steps S202-S203, obtaining the maximum load of the arch bridge and the maximum load of the steel-concrete main arch ring corresponding to each of the steel plate strategies, obtaining a load assessment value according to the maximum load of the arch bridge and the maximum load of the steel-concrete main arch ring, and selecting the stiffening connection steel plate information and steel hole information with the largest load assessment value as the arch ring information of the optimal arch ring strategy, and adjusting the local finite element model according to the arch ring information;

[0021] As a preferred solution of the main arch ring design method for rapid construction of a large-span cantilever cast-in-place arch bridge described in the present invention, wherein:

[0022] The step S3 specifically comprises the following steps:

[0023] Step S301, setting a contact pair and contact pair information between the arch ring bottom beam and the pillar;

[0024] Step S302, adding an eccentric load to the macro finite element model, and increasing the eccentric load in a gradient manner until a single pillar is about to be emptied, obtaining a first overturning assessment value, and increasing the eccentric load in a gradient manner again until all pillars are completely emptied, obtaining a second overturning assessment value, and obtaining the anti-overturning coefficient of the arch bridge according to the contact pair information, the first overturning assessment value and the second overturning assessment value;

[0025] Step S303, obtaining environmental information around the arch bridge, the environmental information including weather data, wind data, temperature data, water flow data and on-site geographic data;

[0026] Step S304, obtaining earthquake data of different degrees according to the environmental data, inputting the earthquake data into the macro finite element model and the local finite element model, and obtaining earthquake bridge force data;

[0027] Step S305, evaluating the seismic performance of the arch bridge according to the seismic bridge stress data to obtain a seismic performance value;

[0028] As a preferred solution of the main arch ring design method for rapid construction of a large-span cantilever cast-in-place arch bridge described in the present invention, wherein:

[0029] The step S4 specifically comprises the following steps:

[0030] Step S401, defining a grid area where the simulated load and simulated seismic force in the load simulation and the seismic simulation exceed the ultimate load as a damage warning area, and obtaining arch bridge component information in the load damage warning area to form damage warning information, wherein the damage warning area includes a load damage warning area and a seismic damage warning area;

[0031] Step S402, implementing a corresponding disease warning strategy in a corresponding disease warning area according to the disease warning type;

[0032] As a preferred solution of the main arch ring design method for rapid construction of a large-span cantilever cast-in-place arch bridge described in the present invention, the calculation expression for obtaining the anti-overturning coefficient of the arch bridge according to the contact pair information, the first overturning assessment value and the second overturning assessment value is as follows:

[0033] ;

[0034] in, is the anti-overturning coefficient, is the first capsize assessment value, is the second capsizing evaluation value, is the first overturning assessment coefficient, is the second overturning evaluation coefficient, f is the contact pair friction, and N is the number of pillars;

[0035] As a preferred solution of the main arch ring design method for rapid construction of a large-span cantilever cast-in-place arch bridge described in the present invention, wherein: the seismic data includes earthquake location, earthquake acceleration, earthquake depth and earthquake type;

[0036] The disease warning information includes warning type, warning area, warning component and warning data, and the warning type includes load disease warning type, disease resistance disease warning type and earthquake resistance disease warning type.

[0037] In a second aspect, the present invention provides a main arch ring structure for rapid construction of a long-span cantilever cast-in-place arch bridge, comprising an outer steel mesh, a steel plate and an inner steel mesh;

[0038] As a preferred solution of the steel-concrete main arch ring structure of the long-span cantilever cast-in-place arch bridge described in the present invention, the inner layer of the steel mesh includes a steel plate, steel bars and scissor nails, and the spacing of the steel bars is the same as that of the scissor nails;

[0039] As a preferred solution for the steel-concrete main arch ring structure of the large-span cantilever cast-in-place arch bridge described in the present invention, fiber high-performance concrete is poured between the outer steel mesh and the inner steel mesh, and a perforated steel plate is placed.

[0040] Beneficial effects of the present invention: The present invention uses a finite element model to perform load simulation based on the steel-concrete main arch ring structure, obtains the stiffening connection steel plate information and steel hole information of the optimal arch ring strategy, improves the load bearing capacity of the arch bridge, and effectively reduces the deadweight of the main arch ring.

[0041] Evaluating the anti-overturning and anti-seismic performance of arch bridges by performing load simulation and anti-seismic simulation on arch bridges helps to quickly understand the structural stability and anti-seismic capacity of arch bridges, identify hazards and hidden dangers, and formulate shock-reduction and pressure-reduction measures to ensure bridge transportation safety.

[0042] According to the load simulation and seismic simulation, the damage warning area and damage warning information of the arch bridge are obtained, and the corresponding damage warning strategy is implemented, which is conducive to preventing the occurrence of bridge hazards and taking preventive measures in time.

[0043] The use of a steel-concrete composite structure can effectively reduce the deadweight of the main arch ring, increase the tensile strength and segment length of the main arch ring, and improve construction efficiency. The arch ring steel bars are connected by stiffening steel plates, which can achieve rapid and high-precision factory installation of the bottom surface. The hoisting of the entire segment can greatly improve work efficiency and project safety. BRIEF DESCRIPTION OF THE DRAWINGS

[0044] Figure 1 A schematic diagram of the basic process of a main arch ring design method for rapid construction of a long-span cantilever cast-in-place arch bridge provided by one embodiment of the present invention;

[0045] Figure 2 A basic structural schematic diagram of a main arch ring cross section of a long-span cantilever cast-in-place arch bridge quickly constructed according to an embodiment of the present invention;

[0046] Figure 3 A basic structural diagram of a main arch ring cross section of fiber high performance concrete for rapid construction of a long-span cantilever cast arch bridge provided by an embodiment of the present invention;

[0047] Figure 4 A schematic diagram of the basic structure of a perforated steel plate in the cross section of a main arch ring for rapid construction of a long-span cantilever cast-in-place arch bridge provided by an embodiment of the present invention. DETAILED DESCRIPTION

[0048] In order to make the above-mentioned objects, features and advantages of the present invention more obvious and easy to understand, the specific implementation methods of the present invention are described in detail below in conjunction with the drawings. It is obvious that the described embodiments are only part of the embodiments of the present invention, but not all of the embodiments.

[0049] Example 1, reference Figure 1-Figure 4 , which is an embodiment of the present invention, provides a main arch ring design method for rapid construction of a long-span cantilever cast-in-place arch bridge, comprising the following steps:

[0050] Step S1, acquiring arch bridge information, and establishing a macroscopic finite element model according to the arch bridge information, wherein the arch bridge information includes the size of the arch bridge component, the shape of the arch bridge component, the installation position of the arch bridge component, and the connection method of the arch bridge component;

[0051] Step S2, establishing a local finite element model for the steel-concrete main arch ring according to the steel-concrete main arch ring structure through the macro finite element model, and using the local finite element model to perform load simulation on the steel-concrete main arch ring, determining the arch ring information of the steel-concrete main arch ring according to the load simulation result, and updating the local finite element model through the arch ring information, wherein the arch ring information includes steel plate material, steel hole size, steel hole number and steel hole position distribution;

[0052] Step S3, obtaining the anti-overturning coefficient of the arch bridge according to the macro finite element model, obtaining environmental information, performing seismic simulation on the macro finite element model according to the environmental information, and obtaining the seismic performance value of the arch bridge;

[0053] Step S4, obtaining the damage warning information of the steel-concrete main arch ring according to the load simulation and the seismic simulation, and implementing corresponding damage warning strategies for each damage warning type.

[0054] The macroscopic finite element model is established for the whole body, which is a group of macroscopic unit assemblies that are connected only at nodes, transmit forces only at nodes, and are constrained only at nodes;

[0055] The local finite element model is a combination of fine units established for a local part of the whole, which is connected only at the nodes, transmits forces only at the nodes, and is constrained only at the nodes;

[0056] The anti-overturning coefficient is a data indicator of the degree to which an engineering building resists overturning and maintains stability under load.

[0057] In this embodiment, the present invention uses a finite element model to perform load simulation based on the steel-concrete main arch ring structure, obtains the stiffening connection steel plate information and steel hole information of the optimal arch ring strategy, improves the load bearing capacity of the arch bridge, and effectively reduces the deadweight of the main arch ring.

[0058] Evaluating the anti-overturning and anti-seismic performance of arch bridges by performing load simulation and anti-seismic simulation on arch bridges helps to quickly understand the structural stability and anti-seismic capacity of arch bridges, identify hazards and hidden dangers, and formulate shock-reduction and pressure-reduction measures to ensure bridge transportation safety.

[0059] According to the load simulation and seismic simulation, the damage warning area and damage warning information of the arch bridge are obtained, and the corresponding damage warning strategy is implemented, which is conducive to preventing the occurrence of bridge hazards and taking preventive measures in time.

[0060] The use of a steel-concrete composite structure can effectively reduce the deadweight of the main arch ring, increase the tensile strength and segment length of the main arch ring, and improve construction efficiency. The arch ring steel bars are connected by stiffening steel plates, which can achieve rapid and high-precision factory installation of the bottom surface. The hoisting of the entire segment can greatly improve work efficiency and project safety.

[0061] The step S1 specifically includes the following steps:

[0062] Step S101, obtaining arch bridge information, and establishing a three-dimensional solid model of the arch bridge according to the arch bridge information,

[0063] Step S102, dividing the three-dimensional solid model by using grid units, and determining the grid density, unit shape and unit scale of the grid units;

[0064] Step S103, assigning corresponding boundary conditions to the mesh units, and numbering the mesh units respectively, obtaining mesh numbers 001, 002, 003, ..., and obtaining a macroscopic finite element model of the arch bridge.

[0065] The grid cells represent domains of a specific size into which the three-dimensional solid model is divided.

[0066] In this embodiment, a finite element model of the arch bridge is established to provide a specific model basis for load simulation and stress analysis of the arch bridge, which is conducive to directly and conveniently understanding the arch bridge structure and performing load analysis.

[0067] The step S2 specifically includes the following steps:

[0068] Step S201, obtaining the grid number and grid area of ​​the steel-concrete main arch ring according to the macro finite element model;

[0069] Step S202, performing fine grid unit division on the grid area according to the steel-concrete main arch ring structure, and setting the first stiffening connection steel plate information and the first steel hole information, defining the first stiffening connection steel plate information and the first steel hole information as a steel plate strategy, performing a load test on the macro finite element model according to the first stiffening connection steel plate information and the first steel hole information, and obtaining first load information, wherein the first stiffening connection steel plate information includes the first steel plate material, the first hole steel plate number and the first hole steel plate distribution, the first steel hole information includes the first steel hole size, the first steel hole number and the first steel hole distribution, and the first load information includes the maximum load of the arch bridge and the maximum load of the steel-concrete main arch ring;

[0070] Step S203, setting the first steel plate variable value and the first steel hole variable value, obtaining the second stiffening connection steel plate information according to the first stiffening connection steel plate information and the first steel plate variable value, and obtaining the second stiffening connection steel plate information according to the first steel hole information and the first steel hole variable value;

[0071] Step S204, repeating steps S202-S203, obtaining the maximum load of the arch bridge and the maximum load of the steel-concrete main arch ring corresponding to each of the steel plate strategies, obtaining a load assessment value according to the maximum load of the arch bridge and the maximum load of the steel-concrete main arch ring, and selecting the stiffening connection steel plate information and steel hole information with the largest load assessment value as the arch ring information of the optimal arch ring strategy, and adjusting the local finite element model according to the arch ring information.

[0072] In this embodiment, the arch ring information of the steel-concrete main arch ring is determined by performing load simulation, and the stiffening connection steel plate information and steel hole information of the optimal arch ring strategy are obtained, thereby improving the load bearing capacity of the arch bridge and effectively reducing the deadweight of the main arch ring.

[0073] The step S3 specifically comprises the following steps:

[0074] Step S301, setting a contact pair and contact pair information between the arch ring bottom beam and the pillar;

[0075] Step S302, adding an eccentric load to the macro finite element model, and increasing the eccentric load in a gradient manner until a single pillar is about to be emptied, obtaining a first overturning assessment value, and increasing the eccentric load in a gradient manner again until all pillars are completely emptied, obtaining a second overturning assessment value, and obtaining the anti-overturning coefficient of the arch bridge according to the contact pair information, the first overturning assessment value and the second overturning assessment value;

[0076] Step S303, obtaining environmental information around the arch bridge, the environmental information including weather data, wind data, temperature data, water flow data and on-site geographic data;

[0077] Step S304, obtaining earthquake data of different degrees according to the environmental data, inputting the earthquake data into the macro finite element model and the local finite element model, and obtaining earthquake bridge force data;

[0078] Step S305, evaluating the seismic performance of the arch bridge according to the seismic bridge stress data to obtain a seismic performance value.

[0079] The eccentric load is a horizontal load that acts on the pile group foundation in an eccentric form under certain circumstances.

[0080] In this embodiment, the anti-overturning performance and seismic performance of the arch bridge are evaluated by performing load simulation and seismic simulation on the arch bridge, which is conducive to quickly understanding the structural stability and seismic resistance of the arch bridge, and based on this, identifying hidden dangers and hazards, and formulating shock reduction and pressure reduction measures to ensure bridge transportation safety.

[0081] The step S4 specifically comprises the following steps:

[0082] Step S401, defining a grid area where the simulated load and simulated seismic force in the load simulation and the seismic simulation exceed the ultimate load as a damage warning area, and obtaining arch bridge component information in the load damage warning area to form damage warning information, wherein the damage warning area includes a load damage warning area and a seismic damage warning area;

[0083] Step S402: implementing a corresponding disease warning strategy in a corresponding disease warning area according to the disease warning type.

[0084] In this embodiment, the damage warning area and damage warning information of the arch bridge are obtained according to the load simulation and the earthquake simulation, and the corresponding damage warning strategy is implemented, which is conducive to preventing the occurrence of bridge dangers and taking preventive measures in time.

[0085] The calculation expression for obtaining the anti-overturning coefficient of the arch bridge according to the contact pair information, the first overturning evaluation value and the second overturning evaluation value is as follows:

[0086] ;

[0087] in, is the anti-overturning coefficient, is the first capsize assessment value, is the second capsizing evaluation value, is the first overturning assessment coefficient, is the second overturning evaluation coefficient, f is the contact pair friction, and N is the number of pillars.

[0088] In this embodiment, the anti-overturning coefficient of the arch bridge is obtained according to the contact pair information, the first overturning evaluation value and the second overturning evaluation value, which provides accurate and specific data support for evaluating the anti-overturning property of the arch bridge.

[0089] The earthquake data include earthquake location, earthquake acceleration, earthquake depth and earthquake type;

[0090] The disease warning information includes warning type, warning area, warning component and warning data, and the warning type includes load disease warning type, disease resistance disease warning type and earthquake resistance disease warning type.

[0091] In this embodiment, detailed and specific data support is provided for evaluating the seismic performance of the arch bridge and implementing corresponding disease warning strategies according to the disease warning information.

[0092] In this embodiment, the present invention uses a finite element model to perform load simulation based on the steel-concrete main arch ring structure, obtains the stiffening connection steel plate information and steel hole information of the optimal arch ring strategy, improves the load bearing capacity of the arch bridge, and effectively reduces the deadweight of the main arch ring.

[0093] Evaluating the anti-overturning and anti-seismic performance of arch bridges by performing load simulation and anti-seismic simulation on arch bridges helps to quickly understand the structural stability and anti-seismic capacity of arch bridges, identify hazards and hidden dangers, and formulate shock-reduction and pressure-reduction measures to ensure bridge transportation safety.

[0094] According to the load simulation and seismic simulation, the damage warning area and damage warning information of the arch bridge are obtained, and the corresponding damage warning strategy is implemented, which is conducive to preventing the occurrence of bridge hazards and taking preventive measures in time.

[0095] The use of a steel-concrete composite structure can effectively reduce the deadweight of the main arch ring, increase the tensile strength and segment length of the main arch ring, and improve construction efficiency. The arch ring steel bars are connected by stiffening steel plates, which can achieve rapid and high-precision factory installation of the bottom surface. The hoisting of the entire segment can greatly improve work efficiency and project safety.

[0096] Example 2, reference Figure 2 , which is another embodiment of the present invention. This embodiment is different from the first embodiment in that it provides a main arch ring structure for rapid construction of a large-span cantilever cast-in-place arch bridge, including an outer steel mesh, a steel plate and an inner steel mesh.

[0097] In this embodiment, a steel-concrete composite structure is used to effectively reduce the deadweight of the main arch ring, increase the tensile strength and segment length of the main arch ring segment, and improve construction efficiency. The arch ring steel bars are connected by reinforcing steel plates to achieve rapid and high-precision factory installation of the bottom surface. The hoisting of the entire segment can greatly improve work efficiency and project safety.

[0098] The inner layer steel mesh comprises a steel plate, steel bars and scissor nails, and the arrangement spacing of the steel bars is the same as that of the scissor nails.

[0099] In this embodiment, the bearing capacity of concrete is enhanced by the inner layer of steel mesh, the strength and stability of the main arch ring structure are improved, the generation of deformation and cracks is reduced, and the seismic performance and corrosion resistance of the main arch ring are improved.

[0100] Fiber high-performance concrete is poured between the outer steel mesh and the inner steel mesh, and a perforated steel plate is arranged.

[0101] The fiber high performance concrete is a mixed material composed of fiber and cement matrix with high durability, high workability and high volume stability.

[0102] In this embodiment, the fiber high performance concrete is beneficial to improving the ductility and crack resistance of the concrete, and improves the stability, bending resistance and compressive resistance of the steel-concrete main arch ring structure.

[0103] In this embodiment, the present invention uses a finite element model to perform load simulation based on the steel-concrete main arch ring structure, obtains the stiffening connection steel plate information and steel hole information of the optimal arch ring strategy, improves the load bearing capacity of the arch bridge, and effectively reduces the deadweight of the main arch ring.

[0104] Evaluating the anti-overturning and anti-seismic performance of arch bridges by performing load simulation and anti-seismic simulation on arch bridges helps to quickly understand the structural stability and anti-seismic capacity of arch bridges, identify hazards and hidden dangers, and formulate shock-reduction and pressure-reduction measures to ensure bridge transportation safety.

[0105] According to the load simulation and seismic simulation, the damage warning area and damage warning information of the arch bridge are obtained, and the corresponding damage warning strategy is implemented, which is conducive to preventing the occurrence of bridge hazards and taking preventive measures in time.

[0106] The use of a steel-concrete composite structure can effectively reduce the deadweight of the main arch ring, increase the tensile strength and segment length of the main arch ring, and improve construction efficiency. The arch ring steel bars are connected by stiffening steel plates, which can achieve rapid and high-precision factory installation of the bottom surface. The hoisting of the entire segment can greatly improve work efficiency and project safety.

[0107] It should be understood by those skilled in the art that the embodiments of the present invention may be provided as methods, systems or computer program products. Therefore, the present invention may take the form of a complete hardware embodiment, a complete software embodiment or an embodiment combining software and hardware aspects. Moreover, the present invention may take the form of a computer program product implemented on one or more computer-usable storage media containing computer-usable program codes. Among them, the storage medium may be implemented by any type of volatile or non-volatile storage device or a combination thereof, such as static random access memory (Static Random Access Memory, referred to as SRAM), electrically erasable programmable read-only memory (Electrically Erasable Programmable Read-Only Memory, referred to as EEPROM), erasable programmable read-only memory (Erasable Programmable Read Only Memory, referred to as EPROM), programmable read-only memory (Programmable Red-Only Memory, referred to as PROM), read-only memory (Read-Only Memory, referred to as ROM), magnetic memory, flash memory, magnetic disk or optical disk. These computer program instructions may also be stored in a computer-readable memory capable of directing a computer or other programmable data processing device to operate in a specific manner, so that the instructions stored in the computer-readable memory produce an article of manufacture comprising an instruction device, which implements the process Figure 1 A process or multiple processes and / or boxes Figure 1A function specified in one or more boxes.

[0108] It should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention rather than to limit it. Although the present invention has been described in detail with reference to the preferred embodiments, those skilled in the art should understand that the technical solutions of the present invention may be modified or replaced by equivalents without departing from the spirit and scope of the technical solutions of the present invention, which should all be included in the scope of the claims of the present invention.

Claims

1. A method for designing a main arch ring for rapid construction of a long-span cantilever cast-in-place arch bridge, characterized in that: The following steps are involved: Step S1, acquiring arch bridge information, and establishing a macroscopic finite element model according to the arch bridge information, wherein the arch bridge information includes the size of the arch bridge component, the shape of the arch bridge component, the installation position of the arch bridge component, and the connection method of the arch bridge component; Step S2, establishing a local finite element model for the steel-concrete main arch ring according to the steel-concrete main arch ring structure through the macro finite element model, and using the local finite element model to perform load simulation on the steel-concrete main arch ring, determining the arch ring information of the steel-concrete main arch ring according to the load simulation result, and updating the local finite element model through the arch ring information, wherein the arch ring information includes steel plate material, steel hole size, steel hole number and steel hole position distribution; Step S3, obtaining the anti-overturning coefficient of the arch bridge according to the macroscopic finite element model, obtaining environmental information, performing seismic simulation on the macroscopic finite element model according to the environmental information, and obtaining the seismic performance value of the arch bridge; Step S4, obtaining the damage warning information of the steel-concrete main arch ring according to the load simulation and the seismic simulation, and implementing corresponding damage warning strategies for each damage warning type; The step S1 specifically includes the following steps: Step S101, obtaining arch bridge information, and establishing a three-dimensional solid model of the arch bridge according to the arch bridge information, Step S102, dividing the three-dimensional solid model by using grid units, and determining the grid density, unit shape and unit scale of the grid units; Step S103, assigning corresponding boundary conditions to the grid units, and numbering the grid units respectively, obtaining grid numbers 001, 002, 003, ..., and obtaining a macroscopic finite element model of the arch bridge; The step S2 specifically includes the following steps: Step S201, obtaining the grid number and grid area of ​​the steel-concrete main arch ring according to the macro finite element model; Step S202, performing fine grid unit division on the grid area according to the steel-concrete main arch ring structure, and setting the first stiffening connection steel plate information and the first steel hole information, defining the first stiffening connection steel plate information and the first steel hole information as a steel plate strategy, performing a load test on the macro finite element model according to the first stiffening connection steel plate information and the first steel hole information, and obtaining first load information, wherein the first stiffening connection steel plate information includes the first steel plate material, the first hole steel plate number and the first hole steel plate distribution, the first steel hole information includes the first steel hole size, the first steel hole number and the first steel hole distribution, and the first load information includes the maximum load of the arch bridge and the maximum load of the steel-concrete main arch ring; Step S203, setting the first steel plate variable value and the first steel hole variable value, obtaining the second stiffening connection steel plate information according to the first stiffening connection steel plate information and the first steel plate variable value, and obtaining the second stiffening connection steel hole information according to the first steel hole information and the first steel hole variable value; Step S204, repeating steps S202-S203, obtaining the maximum load of the arch bridge and the maximum load of the steel-concrete main arch ring corresponding to each of the steel plate strategies, obtaining a load assessment value according to the maximum load of the arch bridge and the maximum load of the steel-concrete main arch ring, and selecting the stiffening connection steel plate information and steel hole information with the largest load assessment value as the arch ring information of the optimal arch ring strategy, and adjusting the local finite element model according to the arch ring information; The step S3 specifically comprises the following steps: Step S301, setting a contact pair and contact pair information between the arch ring bottom beam and the pillar; Step S302, adding an eccentric load to the macro finite element model, and increasing the eccentric load in a gradient manner until a single pillar is about to be emptied, obtaining a first overturning assessment value, and increasing the eccentric load in a gradient manner again until all pillars are completely emptied, obtaining a second overturning assessment value, and obtaining the anti-overturning coefficient of the arch bridge according to the contact pair information, the first overturning assessment value and the second overturning assessment value; Step S303, obtaining environmental information around the arch bridge, the environmental information including weather data, wind data, temperature data, water flow data and on-site geographic data; Step S304, obtaining earthquake data of different degrees according to the environmental information, inputting the earthquake data into the macro finite element model and the local finite element model, and obtaining earthquake bridge force data; Step S305, evaluating the seismic performance of the arch bridge according to the seismic bridge stress data to obtain a seismic performance value; The step S4 specifically comprises the following steps: Step S401, defining a grid area where the simulated load and the simulated seismic force in the load simulation and the seismic simulation exceed the ultimate load as a damage warning area, and obtaining the arch bridge component information of the damage warning area to form damage warning information, wherein the damage warning area includes a load damage warning area and a seismic damage warning area; Step S402: implementing a corresponding disease warning strategy in a corresponding disease warning area according to the disease warning type.

2. The main arch ring design method for rapid construction of a long-span cantilever cast-in-place arch bridge according to claim 1, characterized in that: The calculation expression for obtaining the anti-overturning coefficient of the arch bridge according to the contact pair information, the first overturning evaluation value and the second overturning evaluation value is as follows: ； in, is the anti-overturning coefficient, is the first capsize assessment value, is the second capsizing evaluation value, is the first overturning assessment coefficient, is the second overturning evaluation coefficient, f is the contact pair friction, and N is the number of pillars.

3. The main arch ring design method for rapid construction of a long-span cantilever cast-in-place arch bridge as claimed in claim 2, characterized in that: The earthquake data include earthquake location, earthquake acceleration, earthquake depth and earthquake type; The disease warning information includes warning type, warning area, warning component and warning data, and the warning type includes load disease warning type, disease resistance disease warning type and earthquake resistance disease warning type.

4. A main arch ring structure for rapid construction of a long-span cantilever cast arch bridge, which implements the main arch ring design method for rapid construction of a long-span cantilever cast arch bridge as described in any one of claims 1 to 3, characterized in that: It includes outer steel mesh, steel plate and inner steel mesh.

5. The main arch ring structure for rapid construction of a large-span cantilever cast-in-place arch bridge according to claim 4, characterized in that: The inner layer steel mesh comprises a steel plate, steel bars and scissor nails, and the arrangement spacing of the steel bars is the same as that of the scissor nails.

6. The main arch ring structure for rapid construction of a large-span cantilever cast-in-place arch bridge according to claim 4, characterized in that: Fiber high-performance concrete is poured between the outer steel mesh and the inner steel mesh, and a perforated steel plate is arranged.

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